Preliminarry Geotechnical Investigation Report

Preliminarry Geote

PLATIN

echnical

175 Cleve

NUM RESTA

Investig

eland Stre

Repo

AURANT G

gation R

eet, Redfer

ort No. E22

18 Marc

GROUP

Report

n, NSW

434 GA

ch 2015

EnCon

Report DPreliminary

175 Clevela

EI Report No

Date:

Copies

1 Soft Copy

1 Original (S

Author:

Rachael ProEngineering

Revision

GA

© Environmental

This report is proprior written perm

vironmental Intamination | R

Distributioy Geotechnic

nd Street, R

o.

y (PDF – Secu

Saved to Digita

osser Geologist

Details

Original

l Investigations A

otected by copyrimission by EI.

nvestigationsRemediation | G

on cal Investiga

Redfern, NSW

E22434 GA

18 March 20

ured, issued by

al Archives)

Australia Pty Ltd 2

ight law and may

s Australia eotechnical

ation Report

W

015

y email)

2015 T/A Environ

y only be reprodu

t

Recipien

Coco SimPlatinum c/- JPR ALevel 4, 5EAST SY

EnvironmSuite 6.0PYRMON

Techn

Alan MSenior

Date

18 Mar

nmental Investiga

uced, in electroni

nt

monian Restaurant G

Architects Pty 50 Stanley StrYDNEY NSW

mental Investig1, 55 Miller St

NT NSW 200

nical Reviewe

Morrow r Geotechnica

rch 2015

ations (EI)

c or hard copy fo

Group Ltd reet 2010

gations Austratreet 09

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Preliminary Geot175 Cleveland SReport No. E224

P a g e | i

EnCon

1 INTRO1.1 BA

1.2 PR

1.3 INV

1.4 SC

1.5 INV

2 SITE D2.1 SIT

2.2 LO

2.3 RE

3 INVES3.1 ST

3.2 GR

3.3 LAB

4 PREL4.1 EX

4.2 BA

4.3 FO

4.4 CO

5 CONC6 RECO7 STAT8 REFE9 ABBRTABLES

Table 2-1 S

Table 2-2 S

Table 2-3 T

Table 3-1 S

Table 3-2 S

Table 3-3 S

Table 4-1 P

Table 4-2 R

FIGURES

1 Site L2 Bore

APPENDICES A BoreB GeotC Impo

technical InvestigStreet, Redfern, N434 GA, 18 March

vironmental Intamination | R

ODUCTION ...ACKGROUND ....ROPOSED DEVE

VESTIGATION OCOPE OF WORK

VESTIGATION CDESCRIPTIOTE DESCRIPTIO

CAL LAND USE

EGIONAL SETTIN

STIGATION RRATIGRAPHY ..

ROUNDWATER OBORATORY TES

LIMINARY GECAVATION RET

ASEMENT EXCA

OUNDATIONS ...ONSTRUCTION CCLUSIONS ....OMMENDATIOEMENT OF L

ERENCES ......REVIATIONS .

Summary of S

Summary of Lo

Topographic, G

Summary of In

Summary of G

Summary of La

Preliminary Ge

Recommended

Locality Plan hole Location P

hole Logs and technical Laborortant Informatio

gation NSW h 2015

nvestigationsRemediation | G

......................

.....................ELOPMENT ......OBJECTIVES ....KS ..................CONSTRAINTS .ON ...................ON AND IDENTIF

E ....................NG .................

RESULTS ............................OBSERVATIONS

ST RESULTS ..OTECHNICA

TENTION .........AVATION MONIT

.....................CONSIDERATIO

......................ONS FOR FURLIMITATIONS ............................................

ite Information

ocal Land Use

Geological and

nferred Subsur

Groundwater S

aboratory Tes

eotechnical Di

d Safe Workin

Plan

Explanatory Noratory Testing Con

s Australia eotechnical

......................

......................

......................

......................

......................

......................

......................FICATION .................................................................................................S ..........................................L DISCUSSIO......................

TORING .................................

ONS FOR THE A......................RTHER GEOT .................................................................

n ....................

e ....................

d Hydrogeolog

rface Conditio

Seepage and M

st Results .......

scussions and

ng Distances f

otes Certificates

CONTENTS

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......................

......................

......................ONS AND DE..................................................................

ASHFIELD SHAL

......................TECHNICAL ..................................................................

......................

......................

gical Informat

ons .................

Measurements

......................

d Design Advi

for Vibration In

......................

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.....................

......................

.....................

.....................

.....................SIGN ADVICE...............................................................

LE FORMATION ......................SERVICES .....................................................................

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ion ................

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s ...................

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ce .................

ntensive Plant

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1 1 1 1 2 2 3 3 3 4 5 5 6 6 8 1 2 4 4 5 6 7 8 8

3

3

4

5

6

7

9

3

Preliminary175 ClevelaReport No.

P a g e |

1 INT1.1 BAt the reqPreliminaSite).

This PGIDevelopmWork hasOctober 2

1.2 PJPR Arch

Bas201

Sec

Based onstorey buapproxim

1.3 INThe objeadvice an

Buil

Excvibr

Excsho

App

Con

The

y Geotechnical Inand Street, Redfe E22434 GA, 18

1

EnvironmenContaminatio

TRODUCBACKGROUN

quest of Platinary Geotechni

I report has bment Applicats been carried2014, and the

PROPOSED Dhitects Pty Ltd

sement Level 04; and

ction A and Se

n the drawingsuilding over a

mately 9.0 m be

NVESTIGATIO

ective of the Pnd recommend

lding and reta

Preliminary

Earthquake

Subgrade p

cavation methorations;

cavation supporing systems;

proaches to lim

nstruction cons

e requirement

nvestigation fern, NSW March 2015

ntal Investigaton | Remediatio

CTION ND num Restauracal Investigati

been preparedion (DA) and

d out in accorde authorisation

DEVELOPME

(JPR) supplie

02 to Level 07

ection B, Proje

s provided, EI two-storey baelow existing

ON OBJECTI

PGI is to assdations addre

ining wall foun

design param

loading factor

reparation and

odologies, lim

ort requiremen

mit potential im

straints includ

for additional

tions Australion | Geotechnica

ant Group (PRon (PGI) for t

d to provide the preparatidance with then to proceed da

NT ed EI with pre-

7 Loft, Project

ect No. 201406

I understandsasement car ground level (

VES ess site surfassing the follo

ndation option

meters;

r in accordanc

d earthworks

itations and m

nts, including p

mpacts on adja

ding groundwa

geotechnical

ia al

RG), Environmhe proposed d

preliminary gion of initial ce scope of woated 6 Februa

-DA concept d

No. 2014067

67, Drawing N

s that the proppark. We exp(mBGL) adjac

ace and subsowing:

ns, including;

ce with AS117

requirements;

monitoring requ

preliminary ge

acent structure

ater managem

investigations

mental Investigdevelopment

eotechnical aconcept designorks outlined inary 2014.

drawings:

, Drawing No.

No. SK11 and

posed developpect that the bent to Clevela

surface condit

70.4:2007;

;

uirements, inc

eotechnical de

es, services a

ment requireme

s.

gations Austraat 175 Clevela

advice and recns for the pron our proposa

SK02 to SK0

SK12, Revisio

pment will invobasement will and Street.

ions and to p

cluding monito

esign paramet

nd roads;

ents, if necess

alia Pty Ltd (Eand Street in

commendatiooposed mixedal referenced P

09, Revision A

on A, dated 29

olve the const extend to a

provide prelim

oring of excava

ters for retainin

sary; and

I) has carried Redfern, NSW

ns in supportd-use developP12787.1, dat

A, dated 8 Octo

9 September 2

truction of an maximum dep

minary geotech

ation induced

ng walls and

out a W (the

t of a ment. ed 28

ober

2014.

eight-pth of

hnical


P a g e |

1.4 SThe scop

Rev

Pre

Rev

Sitestru

Dialusin

Con

Drillsolidbeloloca

StanassGeo

Con11.0deliv

Meawellothe

Bac

Pre

The fieldand locat

1.5 INThe PGI the invesClevelandadvice pgeotechnmodel, an


2


SCOPE OF Wpe of works for

view of availab

paration of ap

view of relevan

e walkover insuctures and sit

l Before You Dng a licensed s

ncrete coring t

ling of one bod flight augersow ground levations are sho

ndard Penetraess soil strengotechnical Pty

ntinuation of B0 mBGL. Rockvered to Macq

asurements ofls were installers were meas

ckfilling of the

paration of thi

work was supting of boreho

NVESTIGATIO

was limited bstigation. Thed Street, with

presented in nical investigand the prelimi



WORKS r the PGI inclu

ble information

ppropriate hea

nt soil landsca

pection by a Gte conditions;

Dig (DBYD) seservice locato

through existin

rehole (BH1) s equipped witvel (mBGL), anwn in Figure

ation Testing (gth and collec

y Ltd (Macquar

BH2 from T-C k core recoverquarie for test

f groundwatered as part of tsured during t

boreholes wit

is PGI report.

pervised by a les from existi

ON CONSTRA

by the prelimine physical ext no access avthis report a

ations should nary design p


uded:

n from in-hous

alth and safety

ape and geolo

Geotechnical E

ervices searchor;

ng concrete ha

by a track-moth a ‘tungsten-nd BH2 reache2;

(SPT) during dct soil samplesrie), a Nationa

bit refusal, usired from the bing and storag

r seepage/levethis investigatithe field work;

h drilling spoil

Geotechnicaing structures

AINTS nary intent of ttent of the invailable to theare intended be carried ouarameters pro

ia al

se sources;

y plans;

ogical maps fo

Engineer to as

h and scan of

ardstand at tw

ounted drill rig -carbide’ bit (Ted T-C bit refu

drilling of the bs for laboratoryal Australian T

ing NMLC corboreholes wasge;

els from borehion. Three mo

l in the reverse

l Engineer an.

the investigatinvestigation we interior of the

for the deveut before final ovided in this r

r the project a

ssess topogra

proposed bor

wo borehole lo

and one boreT-C bit). BH1 wusal at approx

boreholes at by testing. Soil

Testing Author

ring techniques logged, place

holes during aonitoring wells

e order of exc

nd included lo

ion and the prwas limited toe buildings forelopment of i design to coreport.

area;

phical feature

ehole location

cations (BH1

hole (BH2) bywas terminate

ximately 6.5 m

between 0.5 m samples wereity (NATA) ac

s, to a terminaed into core tra

nd immediate installed from

avation; and

gging of subs

resence of str an asphalt cr geotechnicalnitial designsnfirm both the

es, condition o

ns for buried c

& BH2);

y a ute-mounteed at approxim

mBGL. Approxi

m and 1.5 m dee sent to Macq

ccredited labor

ation depth ofrays, photogra

ely post drillingm a previous in

surface condit

ructures at thecar park on l purposes. Ths for the deve geotechnica

of surrounding

conductive ser

ed drill rig usinmately 7.5 met

mate borehole

epth intervals quarie ratory;

f approximatelaphed and

g. No monitorinnvestigation by

tions during d

e site at the timthe boundaryhe discussionvelopment. Fual and ground

rvices

ng tres e

to

y

ng y

drilling

me of y with s and urther water


P a g e |

2 SIT2.1 SThe site Figure 1

Table 2-1

Informatio

Street Ad

Lot andIdentifica

Local Gov

Parish

County

Current Z

Site Desc

Site Area

2.2 LThe site described

Table 2-

Directionto Site

North

East

South


3


TE DESCSITE DESCRI

identification .

1 Sum

on

ddress

d Depositedation

vernment Auth

Zoning

cription

OCAL LAND

is situated witd in Table 2-3

-2 Sum

n Relative L

Cb

Wbb

Ab



CRIPTIONPTION AND Idetails and a

mmary of Site

d Plan (DP

hority

D USE thin an area o

3.

mmary of Lo

Land Use Des

Cleveland Streebrick apartment

Woodburn Strebasement car pbetween Redfer

A three-storey cby two to three-


IDENTIFICAT

associated info

Information

Detail

175 Clevel

P) Lot 15 in Dand 4 in Se

Council of

Alexandria

Cumberlan

MD – SEP

The site iscommerciawarehousepresent atapproximagood cond(RMS) ass

The site is

of high density

ocal Land Us

scription

et (an RMS ass hotel.

eet, followed bpark. Sydney Trn and Central S

concrete residenstorey brick res

ia al

TION formation are

land Street, Re

DP 57107, Lot 5ection 2, DP 97

the City of Syd

a

nd

PP Major Develo

s irregular in sal warehouse, ue, used as a t the corner o

ately 0.5 m highdition. Clevelanset.

approximately

y residential a

se

set), followed b

by a four-storerains rail corridStation.

ntial building wsidential buildin

presented in

edfern, NSW 20

5 in DP 68798, 77379, and lot 1

dney

opment 2005 (S

shape. The siteused as a furnicommercial pri

of Cleveland Sher than Woodnd Street is a T

1,060 m2 (JPR

and commerci

by a two-storey

y brick youth dor lies beyond

ith a single-levegs.

Table 2-1 wh

16

Lot 1 in DP 7241 in DP 109330

Sydney Local E

e is currently oture store and inters. An irreg

Street and Wooburn Street. P

Transport for NS

R, 2014)

al use. Curren

y concrete comm

hostel with a , 25 m from th

el partially in-gro

hile the site l

4328, Lot 10 in04

Environment Pla

occupied by a art workshop, gular sloping aodburn Street.

Paved surfacesSW Roads and

nt uses on su

mercial building

single-storey he site, orientat

round basemen

ocality is sho

DP 809537, Lo

an, 2012)

brick single-stand a second

asphalt car pa The car pa at the site wed Maritime Serv

urrounding lan

g and a five-sto

partially in-groted north-northw

t car park, follo

wn in

ots 3

torey brick rk is rk is re in vices

nd are

orey

ound west

owed


P a g e |

Directionto Site

West

2.3 RThe site t

Table 2-3

Attribu

Topograp

Regional Geology

Soil Landscap

Acid SulfSoils (AS

An onlineinformatiomonitorinwithin the


4


n Relative L

Ecb

REGIONAL SE

topography, g

3 Topo

ute

phy The sof the

InformMap SShalegenerShale

Outcrthe sitStreet

pes The Sindica

Soils and wpoor d

Land

Soil L

fate SS)

In accdoes

For an

e search wason pertaining

ng bore locatee NOW databa



Land Use Des

Eveleigh Streetconstruction sitebasements.

ETTING eological and

ographic, Ge

site is on the side Sydney Trains

mation on regioSydney 1:100,0

e of the Wianamrally weathers e, it is expected

rops of Quaternte. Recent invet. An infilled p

Soil Conservatates that the res

are generally swell-drained aredrainage.

use is dominan

Limitations inclu

cordance with tnot fall within a

n unclassified s

s conducted u to all licenseded within 500 ase.


scription

t, followed by e for a four-sto

hydrogeologi

eological and

de slopes of a ss railway corrido

nal sub-surface000 Geological

matta Group, whinto silty clay o that Hawkesbu

nary aged Aeoliestigations in thaleo channel (m

ion Service of sidual landscap

shallow to modeas, and deep (

ntly intensive re

de moderately

he Sydney Locany category of

site, works do n

using the NSd water bores km of the sit

ia al

a three to fotorey concrete

cal informatio

Hydrogeolog

spur line which or. Local topogr

e conditions, re Series Sheet hich typically coof medium to hury Sandstone

an Sands (Botahe area have inman made fill ov

NSW Sydneype of the region

derately deep (<(150-300 cm) y

esidential and lig

reactive highly

cal Environmen Acid Sulfate So

not require deve

W Office of Ws for the statete. No standin

our-storey brickresidential bui

n for the local

gical Informa

Description

runs approximaraphy slopes do

eferenced from 9130 (DMR 19omprises of blahigh plasticity. Tmay be presen

any Sands) aredicated Aeolianver alluvial soils

y 1:100,000 So of the site com

<100 cm) red ayellow podzolic

ght and heavy i

plastic subsoil

tal Plan 2012 Aoils (ASS).

elopment conse

Water (NOW)e of New Soutng water level

k residential blding. No info

ity is summar

ation

ately southwestownwards to the

the Departmen991) indicates thck to dark-greyThe site is clost beneath the s

e mapped appron Sands are pres) is present ap

oil Landscapes mprises the Blac

and brown podsoils and solot

ndustry.

, low soil fertility

Acid Sulfate So

ent from council

) real-time dath Wales, revel data for the

building. To thormation was a

rised in Table

t-northeast, folle northwest, at

nt of Mineral Rehe site to be u

y shale and lamse to the bounsite at shallow d

oximately 90 mesent 50m to thpproximately 75

Series Sheet cktown Landsca

dzolic soils on cths on lower slo

y, and poor soil

oils Map – Shee

l regarding ASS

atabase, whicvealed forty th monitoring b

e south-west available regar

2-3.

owing the align approximately

esources Geolonderlain by As

minite. Ashfield Sdary of the As

depths.

to the south-eahe south on Eve5 m to the north

9130 (2nd Edape.

crests, upper sopes and in are

l drainage.

et ASS_009, the

S.

ch records relree (43) regisores was reco

is a rding

nment 10°.

ogical hfield Shale hfield

ast of eleigh .

dition)

lopes eas of

e site

evant stered orded


P a g e |

3 INV3.1 SFor the dand weatacross th

More detAppendiborehole

Table 3-1

Unit

1

2

3 W

4 We

5 We

Notes:

1 ApAp

2 Un3 Un


5


VESTIGASTRATIGRAP

development othered bedroc

he site, interpre

tailed descriptx A. The deta logs are also

1 Sum

Material

Fill

Residual Soil

Extremely Weathered Shale

Distinctly eathered Shale

Slightly eathered Shale

pproximate depth beppendix A. Depthsnit 4 was observed nit 5 was observed



ATION REHY

of a site-specifck profile has eted from the

tions of subsuails of the met presented in

mmary of Infe

Depth (mBGL) to Top of Unit

1

0

1.5 to 1.8

e 2.5 to 4.5

5.5 to 6.0

6.8

elow ground level a may vary across thup to borehole termup to borehole term


ESULTS

fic geotechnica been groupe investigation

urface conditiothod of soil anAppendix A.

rred Subsurf

t

Observed Thickness

(m)

1.5 to 1.8

0.7 to 3.0

1.5 to 3.0

11.3 2

N/A 3

at the time of our inhe site. mination depth in Bmination depth in B

ia al

al model, the ed into four geresults, is pre

ons at the tesnd rock classif

face Conditio

MaterialDescriptio

1

CONCRETEover mixed

FILL

Sandy CLAY

SHALE

SHALE

SHALE

nvestigation. More d

BH1. BH2.

observed straeotechnical unsented in Tab

st locations arfication, explan

ons

on

E

Asphalt up Gravelly Sa

Fill is inferrarea was fofootings on

Y Generally m

SPT N valuthe end of t

Generally estrength sh

SPT N valu

Generally dWhere core

Defects witspacing) sudipping at 2

Unit 3 is cla(2004).

Generally f5º, <1 mm

Defects wit(~ 100-300

There are t40° at 100-Joint set 2 at depth, spShale in ac

detailed description

atigraphy of shnits. A summable 3-1.

re available innatory notes a

C

to 70 mm thick oand, with some ce

ed to be uncontroormerly a brick bu the boundary wi

medium plasticity

ues range from 5 the second increm

extremely weatheale.

ues of refusal with

distinctly weathered the bedding di

hin Unit 3 are geub horizontal bed20-40° at 100-30

assified as Class

resh, medium to thick.

hin Unit 4 are ge mm spacing) su

wo joint sets with-300mm spacing,(J2) is sub-verticpacing typically >ccordance with Pe

ns of subsurface co

hallow fill overary of the sub

n the boreholeand abbreviat

Comments

overlying Sand anceramic and brick

olled and poorly uilding, with evidith Woodburn Str

y firm to very stiff

to 33 blows withment.

ered, extremely lo

h hammer bounc

red, very low to loips 0-5º, <1 mm t

enerally closely spdding partings, wi00mm spacing.

IV Shale in acco

high strength sh

enerally closely toub horizontal bedd

hin Unit 4, one se, increasing to >1

cal, typically irreg>1m. Unit 4 is claells (2004).

onditions are availa

lying a residuabsurface cond

e logs presentions adopted

nd Clayey and k fill.

compacted. Thisence of former brreet.

sandy clay.

hammer bouncin

ow to very low

cing. ow strength shalethick.

paced (~ 30-100 th one joint set (J

ordance with Pell

ale. Bedding dips

o moderately spading partings.

et (J1) dipping at 1m from 8.3mBGular to curved, clssified as Class

able in the borehole

al soil ditions

ted in in the

s rick

ng at

e.

mm J1)

s

s 0-

aced

20-L. osed III

e logs in


P a g e |

3.2 GGroundwobservedare prese

Table 3-2

Bore

B

M

M

M

Observedgroundwa

3.3 LTwo soil

Soil

Soil

A summa

Four rockstrength Appendi

Laborato


6


GROUNDWAT

water seepaged during the drented in Table

2 Sum

hole ID

BH1

MW1

MW2

MW3

d groundwateater monitorin

ABORATORY

samples were

l Moisture Con

l aggressivity

ary of soil test

k core sampleclassificationx A.

ry test certifica



TER OBSERV

e was observerilling of BH2. e 3-2.

mmary of Gro

Date of

25/

25/

25/

25/

er seepage leg should be u

Y TEST RES

e selected for

ntent, Linear S

(pH, Chloride

results is prov

es were tested. The resul

ates are prese


VATIONS ed during the Groundwater

undwater See

Observation

/02/2015

/02/2015

/02/2015

/02/2015

evels may beundertaken prio

SULTS laboratory tes

Shrinkage and

and Sulfate c

vided in Table

d by Macquariets of the tes

ented in Appe

ia al

e drilling of Br measuremen

epage and M

e affected by or to final des

sting to assess

d Atterberg Lim

content and ele

e 3-2.

e to determinesting are sho

endix B

BH1 on 25 Fents taken durin

easurements

Depth to Gr(mB

6.10 (inflow d

2.4

3.9

4.2

the low permign.

s the following

mits (Liquid Lim

ectrical condu

e Point Load Sown on the b

ebruary 2015.ng drilling and

s

roundwater GL)

uring drilling)

40

90

23

meability of t

g:

mit and Plastic

ctivity).

Strength Indexborehole logs

No groundw from existing

Tip

the encounter

c Limit); and

x (Is50) valuess at the app

water seepageg groundwater

Depth of well (mBGL)

-

7.00

7.45

7.15

red strata. Fu

s to assist withpropriate dept

e was wells

urther

h rock ths in


P a g e |

Table 3-3

Test/ Sa

Unit

MaterialDescrip

Atte

rber

g Li

mits

Linear S

Moistur

Soil

Agg

ress

ivity

Notes:

1


7


3 Sum

ample ID

l tion 1

Liquid Limit (%)

Plastic Limit (%)

Plasticity Index (%)

Shrinkage (%)

re Content (%)

pH

Electrical Conductivity (Ω.cm)

Sulfate SO4

(mg/kg)

Chloride Cl (mg/kg)

More detaile



mmary of Labo

d descriptions of th


oratory Test

BH(1.5-1.95

Unit

Sandy C

31

16

15

10.

17.

6.4

15,0

240

20

he subsurface cond

ia al

Results

H1 mBGL)

t 2

CLAY

1

6

5

0

6

4

000

0

0

ditions at borehole llocations are availaable in the borehole

BH2 (4.5-4.95 mBG

Unit 2

Sandy CLAY

38

22

16

8.5

14.9

5.3

3,400

82

<10

e logs presented in

GL)

Y

Appendix A.


P a g e |

4 PRThe main

Exc

Bas

Bas

Fou

Geotechn4-1 are inprior to fi


8


RELIMINAn geotechnica

cavation adjac

sement excava

sement excava

undation desig

nical discussiontended for thnal design to c



ARY GEOl factors for th

cent to Clevela

atability.

ation retention

gn for building

ons and desighe developmeconfirm the pr


OTECHNICe design of th

and Street, an

n to prevent po

loads.

gn advice are nt of initial coreliminary des

ia al

CAL DISChe developmen

RMS asset.

otential lateral

presented in oncept designssign parameter

CUSSIONnt include:

l deflections a

Table 4-1. Ths. Further geors provided he

NS AND D

nd ground los

he advice andotechnical inveere.

DESIGN A

ss as a result o

d parameters estigations sh

ADVICE

of excavations

presented in Tould be carrie

s.

Table ed out


P a g e |

Table 4-1

BasemenExcavatioand Earth

ExcavatioRetentionRock FacSupport

Foundatio


9


1 Preli

Pre

nt ons hworks

Twoparkbasexteof aalon

on n and ce

ons Eightwo park

Proexte

nvestigation ern, NSW March 2015


iminary Geot

eliminary Desig

o levels of basemking. Excavation ement is expecteend to a maximumpproximately 9 m

ng Cleveland Stre

ht-storey building levels of basemeking.

posed basementents to all site bo

tions Australin | Geotechnica

technical Dis

gn 1 Ge

ment car for the ed to m depth mBGL eet.

Prenm

g over ent

t plan undaries

a al

cussions and

eotechnical Co

roposed excavatincounter Unit 1, 2aterial.

Final excavationbe in Unit 5 mate

d Design Adv

onstraints 2

ion will likely 2, 3, 4 and 5

n levels likely to erial.

vice

Temporary basement e

Batters givesystems succharacteristexperienceddetermine temay require

Where excaservices/ pa

Units 1, 2 aeasy rippingequivalent.

All earthworapplies to asubgrades.

Cantileveredup to 5 m heand may be zone of influ

Rock face prbe required.

Consideratioshould be gidesign of the4.1.

Consideratioretained soilthis is given

Parameters of basement

All footings slarge settlem

Footings andaccordance

Consideratiofoundations discussion o

Preliminary

batters may be cexcavation where

en for rock units mch as pattern boltics encountered d geotechnical enemporary and pe

e surface protecti

avations extend bavements basem

nd 3 should be dg with a D6 or sim

rks should be carny site filling und

d retaining walls aeight. Anchored w required to limit ence of nearby s

rotection of Unit 4

on will need to beven to the potente basement reten

on will need to be and to monitorin in Section 4.2.

given in this tablt retention system

should found beloments caused by

d slabs on Unit 5 with AS2870:201

on must be given for a structure spof this is given is S

y Discussions

considered for rete site constraints

may only be usedting, spot bolting during excavationgineer or engineermanent rock suon to prevent ero

beneath the zoneent retention will

diggable with a 20milar. Unit 5 will b

rried out in accordertaken and to th

are typically the mwalls may be morlateral deflections

structures/ service

4 and 5 material

e given to excavatial for stress reliention system. Fur

e given to monitong construction in

e for design of dems.

Footing Foun

ow Unit 1 materia founding in these

– Slightly Weath11 based on a Si

to the possibilitypanning the interfSection 4.3.

and Design A

tention of materiaallow.

d with consideratg or shotcreting bon. Inspection dueering geologist wupport requiremenosion and slaking

e of influence of n be required.

0t Hydraulic Excabe hard ripping w

rdance with AS37he preparation of

most economicalre economically vs where retentiones/ pavements.

using shotcrete a

ation retention in ef movement of erther discussion o

ring lateral and vnduced vibrations

eep foundations

dations

als to avoid the pe low density ma

hered Shale shouite Classification

y of differential seface of differing m

Advice 2

al encountered du

ion of rock suppoased upon the roring construction will be required tonts. Permanent bg

nearby structures

avator. Unit 4 showith a D8 dozer or

798: 2007. This sf basement slab

ly viable retentioviable above 5 mn systems are wit

and drainage sys

competent rock aexcavation faces of this is given in

vertical deflections. Further discuss

may be used for

potential of potentterials.

uld be designed iof ‘A.’.

ettlement caused materials. Furthe

Typ

Bu

uring

ort ock mass by an o batters

s/

ould be r

standard

Batte

r Ang

le 6

n method m height

thin the

stems will

and s in the Section

ns of sion of

design

Earth

Pre

ssur

e C

oeffi

cien

ts

tially

n

by r

PrePres

Undcu (k

Dra

Dra

Material 3

pical Depth to T(mBGL) 4

ulk Unit Weight Elastic Modulus

Batte

r Ang

le 6

Temporar

Permanen

Earth

Pre

ssur

e C

oeffi

cien

ts

At rest, Ko

Passive, K

Active, Ka

liminary Allowabssure (kPa) 8

drained shear strekPa)

ined friction angle

ined cohesion, c’

3

Top of Unit 4

(kN/m3) 5 s (MPa)

ry 6

nt 6

Ko 7

Kp 7

a 7

ble Bearing

ength,

e, ϕ’ (°)

’ (kPa)

Pre

Unit 1 Fill

0

16

5

N/A

N/A

0.66

2.04

0.49

NA

-

20

0

eliminary Desig

Unit 2 Residual S

1.5 to 1.8

19

30

1.5H:1V

2H:1V

0.58

2.46

0.41

250

100

25

5

gn Parameters

oil

UnExtreWeath

Sh

2.5 to

2

5

1.5H

2H

0.5

2.4

0.4

50

-

-

-

s 2 nit 3 emely hered

hale W

to 4.5

21

50

H:1V Ve

Ro

:1V Ve

Ro

58

46

1

Ulti

41

00

-

-

-

Unit 4 Distinctly

Weathered Shale

5.5 to 6.0

24

100

ertical with ck Support

ertical with ck Support

-

1000 kPa

mate stress block

-

1000

-

-

-

Unit 5 Slightly

Weathered Shale

6.8

24

200

Vertical withRock Suppo

Vertical withRock Suppo

-

2000 kPa

Ultimate stressblock

-

2000

-

-

-

h rt

h rt


P a g e |

GroundwManagem

EarthquaSite Risk Classifica

Soil and GroundwAggressiv

Notes:

1 Design det2 Advice an

investigatio3 More deta4 Approxima

Depths ma5 Unit Weigh6 Batter ang

be confirmoverall batincorporate

7 Earth pres8 Bearing pr

design cheTo adopt t

- -

9 Ultimate gesafety of 3structures,greater, int


10


Pre

water ment

Twoparkbasexteof a

ke ation

water vity

Proincoand

tails are based on pd parameters presons should be carriiled descriptions ofate depth below groay vary across the sht is based on visuagles recommended med by additional gtter height of less te benches.

ssures are providedressures given are ecks and foundatiohese bearing press

Shallow footinThe bases of verify that grou

eotechnical strengt3 and 2, respective, typically less thanto the respective U

nvestigation ern, NSW March 2015


eliminary Desig

o levels of basemking. Excavation ement is expecteend to a maximumapproximately 9.0

posed structure worporate buried cod steel elements.

proposed developmsented in this PGI ied out prior to finaf subsurface conditound level at the timsite. al estimate only, or are based upon grgeotechnical investhan 5 m. Should

d on the assumption indicative only andn inspections durinsures we have assugs have an embedall footings are cle

und conditions meeths are provided foly. These are the fn 1% of the minimnit.

tions Australin | Geotechnica

gn 1 Ge

ment car for the ed to m depth 0 mBGL.

Gobat2.

will oncrete

Lobe

ASfoan

ment details provide report are intendel design to confirm ions are available ime of our investiga

rder of accuracy is round conditions e

stigations and inspbatters extend bey

n that the ground bd will vary according construction by aumed that: ment depth of at leeaned of loose debet design assumptioor use in limit state factors of safety ge

mum footing width.

a al

eotechnical Co

roundwater levelbserved during tht approximately 4 to 4.2 mBGL.

ow permeability selow the groundwS2159:2009 give

oundation suscepnd groundwater a

ed by JPR at the timed for DA purpose both the geotechnn the borehole logsation. More detailed

about 10%. ncountered in the bections during con

yond 5 m, batter de

behind the retainingg to footing type, s

an experienced geo

east 750mm into thebris and water andons. design. Allowable enerally adopted in Assumes the bas

onstraints 2

s were he investigation

soils above and water table. es guidelines for ptibility to soil aggressivity.

me of the preparaties and for the devical model and the s in Appendix A. Dd descriptions of su

borehole locations nstruction by an exesigns should be c

g wall is flat and drashape and embedmotechnical engineer

e founding materiad inspected by a s

or serviceability ben geotechnical pracse of pile holes are

Pile foundatisupported.

The parame

We recomm0.40 is usedAS 2159:200GSRF may bassessment

Groundwatezones within

Surface wateand pump m

AS 1170.4:2 AS 1170.4:2

Analysis of to ‘Mild’ o ‘Non-a

on of this report. velopment of initial preliminary design

Depths may vary acubsurface condition

only. Ground condxperienced geoteccarried out by an e

ained. ment and should ber.

l. suitably qualified G

earing pressures anctice to limit settleme clean and penet

Preliminary

ions may be cons

ters given may a

end that a Prelim for the prelimina09 based upon thbe increased upos having been ca

er is expected to bn the rock mass. Ger seepage into t

methods.

2007 indicates an2007 indicates tha

the pH, chloride afor buried concreaggressive’ for b

designs for the dn parameters providcross the site. ns are available in

ditions may vary anhnical engineer. B

experienced geotec

e confirmed by add

eotechnical Engine

nd side adhesions ments to an acceptatrate at least 1.0m

y Discussions

Pile Founda

sidered where hi

also be used for d

minary Geotechniary design of piledhe preliminary naon finalising the darried out e.g. pile

be encountered wGroundwater mathese excavation

n earthquake subat the hazard fac

and sulfate conteete structural elemuried steel struct

development. Furthded in this report.

the borehole logs

nd preliminary batteBatter angles providchnical engineer an

ditional geotechnica

eer prior to footing

may be estimated able level for conve or 2 pile diamete

and Design A

ations

gh lateral or axia

design of retentio

ical Strength Redd support in acco

ature of the soil pdevelopment detae testing during c

within the basemanagement optionns may occur duri

bsoil class of Clasctor (z) for Sydney

ent and electrical ments; and tural elements.

her geotechnical

in Appendix A.

er angles should ded assume an nd may need to

al investigations,

g construction to

using factors of entional building rs, whichever is

Advice 2

al loads are to be

n support.

duction Factor (Gordance with arameters given.ails and subject toconstruction.

ent excavations. ns may include thing and following

ss Ce (Shallow Soy is 0.08.

conductivity of th

10

11

12

Typ

Bu

GSRF) of

. The o further

UltimPres

UltimShaAdh(kPa

Susduri

Although the inthe grouting of wag periods of rainfa

oil).

he soil was comp

Bearing pressureengineer. Higher bearing pfoundation inspecSide adhesion vamechanics in accTo adopt these pa

- Pil- Th- Po- Th

vepobe

- Anin t

Susceptibility to liLow - Medium - High -

Material 3

pical Depth to T(mBGL) 4

ulk Unit Weight Elastic Modulus

mate Vertical Enssure (kPa) 9, 11

mate aft hesion a) 10, 11

in Co

in Up

sceptibility to Lng an Earthquak

act rock mass peter bearing fractu

all. Surface wate

pared with criteria

s may vary and mu

pressures may be ctions during constralues given assumeordance with AS46arameters we havees have an embedere is intimate cont

otential soil and groe bases of all pile erify that ground conssible upon comple used; and

n experienced Geotthe design. quefaction during a

Medium Loose toVery loos

3

Top of Unit 4

(kN/m3) 5 s (MPa)

nd Bearing

ompression

plift

Liquefaction ke 12

ermeability of theures during excav

er should be contr

a in AS 2159:200

ust be confirmed b

applied upon confruction. e there is intimate

678-2002 Earth Rete assumed that: dment depth of at letact between the p

oundwater aggressiexcavations are clenditions meet desigetion of pile excava

technical Engineer

an earthquake is ba to very dense sando medium dense sase sands or very so

Pre

Unit 1 Fill

0

16

5

N/A

15

5

Medium

Ashfield formatiovation or the instarolled by diverting

9, providing the f

y additional geotec

firmation by additio

contact between ttaining Structures.

east two pile diametile and foundation mvity will be consideeaned of loose debgn assumptions. Wation. Pile excavati

has reviewed the

ased on the followinds, stiff to hard clayands, soft to firm claoft clays below the

eliminary Desig

Unit 2 Residual S

1.5 to 1.8

19

30

750

45

15

Low

on is generally loallation of drainag overland flows

following exposu

chnical investigatio

onal geotechnical

the pile and founda

ters or 1 m, whichematerial;

ered in the design obris and water and

Where groundwater ions should be pum

pile designs to ass

ng definition: ys, and rock ays, or uncontrolled water table

gn Parameters

oil

UnExtreWeath

Sh

2.5 to

2

5

15

7

37

Lo

ow, groundwater fge systems behinaway from excav

re classifications

ns and foundation

investigations and

ation material. De

ever is greater, into

of bored piles; inspected by a suitingress is encount

mped dry of water p

sess whether all rec

d fill below the wate

s 2 nit 3 emely hered

hale W

to 4.5

21

50

500

75

7.5

ow

flows may be mond the excavatiovations and may

s:

inspections during

subject to an exp

esign engineer to c

o the relevant found

tably qualified Geotered during pile exprior to pouring con

commendations pr

er table

Unit 4 Distinctly

Weathered Shale

5.5 to 6.0

24

100

3000

150

75

Low

oderate to high fron retention facingbe managed by c

g construction by an

perienced geotechn

check both ‘piston’

ing material;

technical Engineerxcavation, concretencrete, or alternativ

esented in this rep

Unit 5 Slightly

Weathered Shale

6.8

24

200

6000

350

175

Low

om fractured g. conventional sum

n experienced geo

nical engineer car

pull-out and ‘cone

r prior to pile conste is to be placed asvely a tremmie syst

port have been inco

mp

technical

rying out

e’ pull-out

ruction to s soon as em could

orporated


P a g e |

4.1 ERigid retmovemenclosely sShale or

If cantilevearth prepressure height of zero activ

In additio

If pibe lsup

Carleve

Theprop

Statwall

Appropriaadopted.

4.1.1

An allowbolts, rocblocks ofGeologis1.5 m de

Rock boltand cons

We recominstallatioto providrequired.

4.1.2

As the bamaterial integratioretention/


11


EXCAVATION

taining structunts when in c

spaced soldierbetter.

vered piles areessure distribu distribution s the wall in meve earth press

on, design of re

led retaining wonger to accoport.

re must be takels, where pre

e effect of streposed excava

tic water pressls. A hydrosta

ate surcharge Any applicab

Rock S

ance should ck anchors anf rock. Specift or Geotechnpth of excavat

ts, and anchostructed by con

mmend that aons to confirme further advi

Constru

asement excawhich will re

on of retention/ support syste



RETENTION

ures, such aslose proximityr pile walls or

e employed foution using acthould be usedetres. For excsure coefficien

etaining walls

walls are to prommodate add

ken to ensure tsent.

ss relief in theations, should

sures should btic pressure d

e loading fromle surcharge l

Support

be made for d/ or shotcretfic support reqnical Engineetion).

ors should theyntractors expe

a geotechnicam inferred geot

ice with regar

uction Cons

avation will likeequire rock fan and support ems:


N s propped ory to existing br contiguous r

or the design, tive pressuresd with a maximavations span

nt.

should consid

rovide permanditional lateral

that the bored

e rock on neighbe considered

be taken into cistribution cou

m constructionoads should b

support of vee (mesh reinfoquirements ca

er should carr

y be required,erienced in gro

l engineer instechnical condrds to excavat

siderations f

ely extend thrace support (designs at the

ia al

r anchored wbuildings, buriereinforced con

relatively flexis presented inmum pressurenning the inter

der the followi

nent support to and axial load

d piles found in

hbouring found in the retaini

considerationuld be used fo

n equipment abe taken into a

ertical excavatorced) to suppan only be assry out regular

, should geneound anchor t

spect batteredditions. This wtion retention

for Deep Exc

rough both ma(Unit 3 and be site. The fol

walls, should ed services anncrete bored

ible shoring sy Table 4-1. Foe of 0.65*Ka*γrface of soil an

ing:

o proposed strds. Anchoring

n rock below n

ndation systeming wall design

, unless subsoor this analysis

and vehicular account in the

tion faces in port weak seasessed duringr inspections

erally be speciechnology.

d and unsuppowill allow for th / support and

cavations

aterials whichbetter), particlowing method

be adopted nd pavement.pile walls tha

ystems may bor design of riγ*H (kPa) whend rock, ‘H’ ma

ructures, pile s may be requi

neighbouring f

ms and pavemn.

oil drainage is s.

traffic at finis retention des

Unit 3 and beams, fracture zg excavation. as excavation

fied in terms o

orted excavathe assessmend proposed co

require full reular considerdologies could

to limit later. We recomm

at are sockete

be used, adoptigid walls, a trere ‘H’ is the eay be taken a

sockets in rocired for additio

foundation an

ments, resulting

s provided beh

shed surface sign.

etter materialzones and isoAn experienc

n progresses

of performanc

tions and excnt of design asonstruction m

etention (Unitsration must bd be considere

ral and verticmend the use ed into Class

ting a triangulrapezoidal eareffective vertics the depth to

ck may need toonal lateral

d basement

g from

hind retaining

level should b

, including rocolated individuced Engineerin

(at least eve

ce requiremen

avation suppossumptions anethodologies,

s 1, and 2) anbe given to thed for design

cal of III

ar rth cal o a

o

be

ck ual ng ery

nts

ort nd if

nd he of


P a g e |

Full4 bewithstre

Par

Should thsuitabilitythat furthrequirem

4.1.3

Medium developmthe propo

The desiunderpin

Detailed acquired developm

4.2 BConsiderexcavatioadjacent

Contractoactivities:

Lim

Lim

Limby a

Monitorinat agreedother strushould be


12


l Height Reteelow bulk excahout concern oength rock will

rt Retention –

o Units

o Exca

o Anch

o Excarequ

o Furth4.1.1

he proposed y of the rock ber investigatioents below the

Excava

rise structuresment. Surrounosed excavatio

ign of excavaning where ex

survey of the prior to final d

ment with exist

BASEMENT Eration should on retention s to Cleveland

ors should a:

it lateral defle

it vertical settl

it peak particlany structure w

ng of deflectiond points alonguctures locatee consulted to



ention – Soldieavation level. of disturbing th likely be slow

– Construction

s 1, 2 are to b

avation to the

hors to be inst

avation could tuired to limit bl

her bolting and1.

structure founeneath the pil

ons, modellinge pile toe.

ation Interac

s and potentiading footings on. There is th

ation support xcavations in r

relative positidesign. The dting structures

EXCAVATION

be made to thsystems shouStreet.

lso consider

ction of tempo

lements of gro

e velocities (pwithin boundin

ns of retainingg the excavated within or neo assess appr


er pile walls toThis option wohe rock on wh

w and cause m

of a part-rete

e retained as

top of Unit 3 m

talled near the

then proceed ock failure fro

d mesh reinfo

nd on the retae toe as found

g of the rock c

ction with Ne

al basements and excavatio

he potential fo

should consirock extend be

ons, levels andetailed surves in the vicinity

N MONITORIN

he impact of tld be designe

the following

orary or perma

ound surface a

ppv) from vibrang properties a

g structures anion boundarieear the zone oropriate deflec

ia al

o continue theould allow exc

hich the piles amachine wear;

ention system

described abo

material.

e base of the r

into Unit 3. Spom the wall fou

orced shotcrete

aining wall, cdation and ab

conditions, and

eighbouring

of unknown eon faces of theor neighbourin

ider loading felow adjacent

nd working loaey should be uy of the site us

NG the proposed ed so as to

g limits assoc

anent retaining

at common pr

ations, causedand the servic

nd surface setes and along of influence ofction limits for

full depth of bcavation to coare founded. B or

may proceed

ove, socketed

retaining wall,

pot bolting beundation.

e support of U

onsideration sility to supportd site inspecti

Structures

extent were noese developmg structures to

from neighbot building foun

ading of neighbused to accurasing finite elem

developmentlimit lateral d

ciated with c

g structures;

operty bounda

d by constructices easement

ttlements shoexisting buildf the excavatior their infrastru

basement excntinue through

Boring of piles

as follows:

into Unit 3 –

socketed into

neath the toe

Unit 4 as requir

should be givt additional buons are carrie

and Baseme

oted on adjoinments will lie wo be adversely

uring structurdation levels.

bouring basemately model thment software

t upon neighbeflections to

carrying out e

aries and serv

ion equipment.

uld be carrieding foundationon. Owners ofucture. Along

cavation with ah the full depth within the me

Distinctly Wea

o Unit 3.

of the retainin

red, as discus

ven in the wauilding loads. Wed out to asse

ents

ning propertiewithin the zoney affected.

res and the r

ments and fooe interaction o.

bouring structuallowable lev

excavation an

vices easemen

t or excavatio

d out by a regins/ services/

of existing serv Cleveland Str

a socket in Unh of excavatio

edium to high

athered Shale

ng wall may be

ssed in Sectio

ll design to thWe recommenss rock suppo

s as part of the of influence

requirement f

otings should bof the propose

ures. Basemeels, particular

nd constructio

nt; and

n, experience

stered surveypavements anvices at the sireet it would b

it on

e.

e

n

he nd ort

he of

for

be ed

ent rly

on

d

yor nd ite be


P a g e |

expectedexcavatio

Prio

Imm

Imm

Imm

Imm

Vibration walls of eof 3 mmrecommecommerc

An ongoicommenclimits. Hoor as agrmay be re

Should v

Cea

Bacmov

Dev

4.2.1

As a guiworking d(refer NSat all time

Table 4-

Plant It

Vibratory


13


d that RMS wons exceed 6

or to commenc

mediately after

mediately after

mediately after

mediately after

monitoring sexisting buildin

m/sec is adopended by utilcial and indust

ing monitoringcement of theowever, shouldreed, further vequired.

ibrations, sett

ase excavation

ckfill excavatiovement limits

velop an altern

Constructio

de, safe workdistances are

SW Environmees, unless oth

-2 Rec

em

y Roller



will require a m depth. Mea

cement of exc

r installation o

r the excavatio

r the excavatio

r backfilling be

should be carrngs in closest pted for sensity owner), 1trial buildings

g programme e works and wd equipment u

vibrations asse

lements or de

n works and n

ons or supporthave been ex

native excavat

on Vibration

king distance quoted for bo

ental Protectioerwise mitigat

commended

Rat

< 50< 10< 20< 30< 30


minimum ofasurements sh

cavations;

f any tempora

on has reache

on has reache

ehind retaining

ried out perio proximity to titive structure0 mm/sec is or reinforced c

will not be rewith the agreeused during eessments by a

flections exce

notify the Geot

exposed excaceeded; and

tion/ support p

Mitigation

s for typical ioth “cosmetic”n Agency Vibted to the satis

Safe Workin

ting/Descript

0 kN (typically 00 kN (typically00 kN (typically00 kN (typically00 kN (typically

ia al

f two inclinomhould be taken

ary or permane

ed a depth of 1

ed bulk excava

g structures.

odically duringthe excavationes such as th adopted for concrete struc

equired if the ement of a G

excavation anda Geotechnica

eed set limits,

technical Engi

avations with

plan in conjunc

items of vibra” damage (refration Guidelisfaction of the

ng Distance

tion

1-2 tonnes) y 2-4 tonnes) y 4-6 tonnes) y 7-13 tonnes) y 13-18 tonnes

meter installatn:

ent retaining s

1.5 m, and eac

ation level; an

g excavation wn and easemehe Telstra, A residential bctures.

contractor canGeotechnical Ed constructional Engineer, a

we recommen

ineer immedia

buttresses or

ction with the

ation intensivefer British Stane).The safe w

e relevant stak

es for Vibrat

Cos(BS

)

tions and lev

structures;

ch 1.5 m dept

d

works, particuent. EI recomAusgrid and Sbuildings and

n verify, baseEngineer, that works vary fr

and/ or an ong

nd the followin

ately;

props, where

Structural and

e plant are lisndard BS 738working distankeholders.

ion Intensiv

Safe Wo

smetic DamagS 7385:1993)

5 m 6 m 12 m 15 m 20 m

vel monitoring

th increment th

ularly at the bmmends an upSydney Wate 20 mm/sec

ed on trials cat the ppv will rom that usedgoing monitori

ng:

settlement/ la

d Geotechnica

sted in Table85:1993) and nces should b

ve Plant

orking Distan

ge 1

Human(EPA

Gu

15 m

g points shou

hereafter;

ase of externper limit for ppr mains (or ais adopted f

arried out at thnot exceed s

d during the tring programm

ateral

al Engineers.

e 4-2. The sahuman comfoe complied wi

nce

n Response A Vibration uideline)

m to 20 m 20 m 40 m 100 m 100 m

uld

nal pv as for

he set ial

me,

afe ort ith


P a g e |

Plant It

Small HyMedium Large HyVibratoryPile BoriJackham

Notes: 1

In relatioapply to rreason, h6472-1:2

The safe are gene

4.3 FShould fovariable gdepth wibetween proposedbearing cinclude m

4.4 CLong andformationmaterial. after excdegradat


14


em

ydraulic Hamme Hydraulic Hamydraulic Hammy Pile Driver ng

mmer

More stringe

n to human cresidential rechigher vibratio008.

working distaral in nature a

OUNDATION

ootings for theground conditll need to co high level and developmencapacities. Pomovement join

CONSTRUCTI

d intermediaten. Exposure o Slaking of rocavation. Formtion of these m



Rat

< 30er 300

mmer 900er 160

She≤ 8Han

ent conditions may a

comfort (respoceivers. For mon levels, occ

ances provideand site specif

NS

e proposed detions may caunsider the ris

nd deeper foont, we recomossible featurets, dowelled c

ON CONSID

e term durabilof residual sock faces, erosmations will n

materials.


ting/Descript

00 kN (typically0 kg – 5 to 12 t e0 kg – 12 to 18 t00 kg – 18 to 34eet Piles 00 mm nd held

apply to heritage bu

onse), the safost constructiocurring over s

d in Table 4-2fic values by d

evelopment suse difficultiessk of adverseotings. Unlessmend that al

es designed toconnections or

ERATIONS F

ity of exposedoil and weathsion of soil cuneed to be p

ia al

tion

y >18 tonnes) excavator t excavator 4 t excavator

uildings or other se

fe working dison activities, vshorter period

2 are given fodetailed acous

span the interfs for subgradee differential gs an allowancl new structu

o accommodar shear keys.

FOR THE ASH

d residual soiered rock duuts and softenprotected with

Cos(BS

21

ensitive structures.

stances in Tabvibration emisds are permitt

or guidance onstic assessmen

face of severae preparation.ground movemce for such mures found onte potential di

HFIELD SHA

l and rock is ae to excavati

ning of foundah blinding co

Safe Wo

smetic DamagS 7385:1993)

25 m 2 m 7 m 22 m

2 m to 20 m 2m (nominal) 1 m (nominal)

ble 4-2 relatesions are inteted, as discus

nly. The valuent of the rock

al materials id. Selection oments within

movement is inn natural matfferential mov

LE FORMAT

a major conceion can lead ation subgradencrete withou

orking Distan

ge 1

Human(EPA

Gu

Avoid st

e to continuouermittent in natssed in Britis

es obtained fromass should

dentified in thof footing typethe foundationcluded in theterials with cvement of the

ION

ern within the to rapid dege material maut undue dela

nce

n Response A Vibration uideline)

100 m 7 m 23 m 73 m 20 m N/A

contact with tructure

us vibration anture and for thh Standard B

om these codebe obtained.

is investigatioes and foundinon footprint ane design of thomparable en structures ma

Ashfield Sharadation of th

ay occur quickay to limit an

nd his BS

es

on, ng nd he nd ay

ale he kly ny


P a g e |

5 COBased ongeotechn

Exc

Bas

Bas

In summgeotechnthe prelim


15


ONCLUSIn the findings nical factors w

cavation adjac

sement excava

sement excava

mary, and connical conditionminary design



IONS of this report ill influence th

cent to Clevela

atability.

ation retention

nsidering the s preventing t and construct


and within thehe possible de

and Street, an

n to prevent po

limitations othe proposed tion of the dev

ia al

e limitations oevelopment of

RMS asset.

otential lateral

of geotechnicadevelopment velopment.

of geotechnica the site, includ

l deflections a

al investigatioif the recomm

al investigationding:

nd ground los

ons, EI considmendations of t

ns, EI conside

ss as a result o

ders there isthis report are

ers the followin

of excavations

s a low risk e considered f

ng

s.

of for


P a g e |

6 REThe adopduring thof the pro

Further gadoption prelimina

For Desi

For requ

Therockdesthe

Ongcon

Stredete

All Clas

For Cons

Dilaexccarrcon

Woran e

A ssub

Ongsho

Regconadv


16


ECOMMEpted investigae investigationoposed develo

geotechnical i of the recom

ary design and

gn Phase

the design ofuirement given

e rock classifick quality encoign, at least th quality of Sha

going monitoriditions.

ess-strain depermine expect

excavated massification Gu

struction Pha

apidation survavations, partried out by a struction work

rking platformexperienced a

suitably qualifgrade level to

going monitoruld be carried

gular inspectiofirm inferred g

vice with regar



ENDATIONation scope wan. This PGI reopment.

nvestigations mmendations od construction

f the excavation in RMS tech

cations for maountered in ahree additionaale in Table 4-

ing of existing

pendent analyted deflections

aterial transpoideline Part 1;

ase

veys should bticularly wherequalified struc

ks.

ms for construcand qualified g

fied geotechno assess the a

ing of groundd out during ba

ons of batteregeotechnical rds to excavat


NS FOR Fas limited by eport will need

should be caof this report f details are av

on adjacent tohnical directive

aterial encountdditional boreal deep cored -1.

g groundwater

ysis of basems and interacti

orted off site ; Classifying W

be carried oue located withctural enginee

ction plant, plageotechnical e

ical engineerbility of the pr

vibrations, seasement excav

ed and unsupconditions, toion retention/

ia al

FURTHERthe investigat

d to be supple

arried out to cfor detailed devailable and sh

o Cleveland Re GTD2012/00

tered at foundeholes. Should boreholes to

r monitoring w

ment retentioion with adjac

should be clWaste.

ut on existinghin the zone er and/or geo

aced on in-situengineer.

r is to assessrepared surfac

ettlements anvation.

pported excavo assess the s

support and p

R GEOTEtion intent andemented with a

confirm the reesign. These hould include:

Road consider01 – Excavatio

dation level md higher bear 5 m below fo

wells should be

n systems sent structures

lassified in ac

g structures tof influence o

otechnical eng

u materials or

s the conditioce to act as a f

nd lateral mov

vations wheresuitability of dproposed cons

ECHNICALd by the preseadditional core

esults and addinvestigations

r the guidanceons adjacent t

ay be improvering pressuresundation leve

e undertaken t

hould be unds.

ccordance wit

that may be of excavationsineer prior to

on engineere

on of exposefoundation or

vements in co

e localised exesign assump

struction meth

L SERVICence of structed boreholes

dress any lims should be c

e and additionto RMS Infras

ed on the bass be required

el should be d

to determine h

dertaken for

th NSW EPA

impacted by s. These surv

o and following

ed fill, should

ed material at as a subgrade

njunction with

xcavations arptions and to

hodologies, if r

CES tures at the si given the sca

itations prior arried out onc

nal investigatiotructure.

sis of consisted for foundatiorilled to confir

hydrogeologic

final design

A 2014 - Was

any proposeveys should bg completion

be designed b

t foundation e.

h survey resul

re proposed, provide furthrequired.

ite ale

to ce

on

ent on rm

cal

to

ste

ed be of

by

or

lts

to er


P a g e |

7 STThe adopinvestigathe deveout beforreport.

We drawstatemenshould beall parties

Should yo


17


TATEMENpted investigation and by thlopment of inre final design

w your attentionts presented e. The docums who may rel

ou have any q



NT OF LIMation scope whe investigatioitial concept d

n to confirm bo

n to the docu in this docum

ment is not intey on this repo

queries regard


MITATIONwas limited byon intent. The designs for thoth the geotec

ment “Importament are intenended to reducort are aware o

ding this repor

ia al

NS y site access advice and pe developmenchnical model

ant Informationded to advisce the level ofof the respons

rt, please do n

s restrictions darameters prent. Further ge and the preli

on”, which is ine you of whaf responsibility

sibilities each a

not hesitate to

due to site coesented in thiseotechnical invminary design

ncluded in Apat your realistiy accepted byassumes in so

contact EI.

conditions at ts PGI report avestigation shn parameters

ppendix C of ic expectationy EI, but ratheo doing.

the time of oare intended fould be carrieprovided in th

this report. Thns of this repor to ensure th

ur for ed his

he ort hat


P a g e |

8 REAS1170.4

AS1726:1

AS2159:2

AS2870:2

AS3798:2

Chapmanof NSW,

NSW De

NSW DeGeologic

NSW Off

Pells (20Australia

Pettifer aJournal o

9 ABAHD BGL BH DP EI EPA NATA NOW PGI RMS


18


EFERENC4:2007, Struct

1993, Geotech

2009, Piling –

2011, Residen

2007, Guidelin

n, G.A. and MSydney.

partment of F

epartment of al Survey of N

fice of Water, C

04) Substancn Geomechan

and Fookes 1of Engineering

BBREVIA Aust Belo Bore Depo Envi NSW Natio NSW Preli NSW



CES tural Design A

hnical Site Inv

Design and In

ntial Slabs and

nes on Earthw

Murphy, C.L. (1

inance and Se

Mineral ResNew South Wa

Continuous W

e and Mass Pnics Journal, V

994, A Revisg Geology and

ATIONS tralian Height ow Ground Levehole osited Plan ronmental Inv

W Environmenonal Associati

W Department iminary Geote

W Roads and M


Actions, Part 4

vestigations, S

nstallation, Sta

d Footings, St

works for Com

1989), Soil La

ervice, Spatial

sources (1983ales, Departm

Water Monitorin

Properties for Vol 39 No 3.

ion of the Gr Hydrogeolog

Datum vel

vestigations tal Protection on of Testing of Primary Ind

echnical InvestMaritime Serv

ia al

4: Earthquake

Standards Aus

andards Aust

tandards Aust

mmercial and R

andscapes of t

l Information V

3) Sydney 1ent of Mineral

ng Network, h

the Design of

raphical Methogy.

Agency Authorities, Adustries, Offictigation

vices

Actions in Aus

stralia.

ralia.

tralia.

Residential De

the Sydney 1:

Viewer, maps.

:100,000 Geol Resources.

http://realtimed

f Engineering

od for Assess

Australia ce of Water

stralia, Standa

velopments, S

100000 sheet

six.nsw.gov.a

ological Serie

data3.water.ns

Structures in

sing the Exca

ards Australia

Standards Aus

t. Soil Conser

au.

es Sheet 913

sw.gov.au/wat

the Hawkesb

avatability of R

.

stralia.

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30 (Edition 1

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FIGUREES

SITE

Platinum Restaurant Group

Preliminary Geotechnical Investigation

175 Cleveland Street, Redfern, NSW

Site Locality Plan

Approved:

Approx Scale:

Date:

Drawn:

SITE

16/3/15

1:11750

SK

RP

1

Project: E22434 GA

Figure:

Suite 6.01, 55 Miller Street, PYRMONT 2009

Ph (02) 9516 0722 Fax (02) 9518 5088


Preliminary Geotechnical Investigation


Borehole Location Plan

Approved:

Approx Scale:

Date:

Drawn:

16/3/15

1:300 @ A4

SK

RP

2

Project: E22434 GA

Figure:

Suite 6.01, 55 Miller Street, PYRMONT 2009

Ph (02) 9516 0722 Fax (02) 9518 5088

LEGEND

Map Source: Nearmap, 29 November 2014

Approximate Site Boundary

Approximate Borehole Location (EI, 2015)

Approximate Existing Borehole/Monitoring

Well Location






BO


OREHOLE LOG

ia al

APPEND

REPORTS AND

IX A

D EXPLANATORRY NOTES

-

F

VSt

-

1.50

4.50

7.50

-

D

W

F

E-F

E

F

AD

/T

1.50

2.50

4.50

5.50

6.00

7.00

--

CI

-

SPT 0.50-0.95 m2,2,2N=4BH1_0.5-0.95

SPT 1.50-1.95 m1,2,3N=5BH1_1.5-1.95

SPT 3.00-3.45 m5,8,10N=18BH1_3.0-3.45

SPT 4.50-4.95 m5,20,20N=40BH1_4.5-4.95

SPT 6.00-6.10 m10 HBBH1_6.0-6.10

FILL: ASPHALT; 70 mm.

FILL: Gravelly SAND; fine to medium grained, black, gravel isfine to coarse, subangular bluestone and brick gravel, traceceramics.

Sandy CLAY; medium plasticity, pale brown to brown, sand isfine grained.

From 2.5 m, grey mottled red, no sand.

SHALE; red brown, inferred extremely low strength, inferredextremely weathered.

From 5.5 m, dark brown.

From 6.0 m, extremely low to very low strength.

From 7.0 m, dark grey.

Hole Terminated at 7.50 mTerminated due to rig failure.Backfilled with drilling spoil and concrete capped.

ROAD SURFACEFILL

RESIDUAL SOIL

WEATHERED ROCK

CO

NS

IST

EN

CY

DE

NS

ITY

GR

AP

HIC

LOG

PE

NE

TR

AT

ION

RE

SIS

TA

NC

E

RE

CO

VE

RE

D

ME

TH

OD

Field Material DescriptionSamplingDrilling

WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

US

CS

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION

SAMPLE ORFIELD TEST SOIL/ROCK MATERIAL DESCRIPTION

BOREHOLE: BH1New Mixed-use Development


Refer to Figure 2

E22434


Project

Location

Position

Job No.

Client

East 333588.1 m

North 6248688.1 m MGA94 Zone 56

Contractor Traccess Drilling Pty Ltd

Drill Rig MultiDrill 4000

Inclination -90°

This borehole log should be read in conjunction with Environmental Investigations Australia's accompanying standard notes.

Sheet 1 OF 1

Date Started 25/2/15

EIA

LIB

1.0

3.G

LB

Log

IS

AU

BO

RE

HO

LE 3

E

2243

4.G

PJ

<<D

raw

ingF

ile>

> 1

6/03

/201

5 15

:45

8.3

0.00

4 D

atge

l La

b an

d In

Sit

u T

ool

- D

GD

| L

ib:

EIA

1.0

3 20

14-0

7-05

Prj:

EIA

1.0

3 20

14-0

7-05

STRUCTURE ANDADDITIONAL

OBSERVATIONS

0

2

4

6

8

10

12

Date Completed 25/2/15

Logged SK Date: 25/2/15

Checked RP Date: 16/3/15

-

VSt

-

0.50

1.80

2.50

5.50

6.50

-

D

D -M

D

-

F

E

F

H

AD

/T

0.50

1.60

1.80

2.50

5.50

6.50

--

-

CI

-

SPT 0.50-0.95 m5,3,2N=5BH2_0.5-0.95

SPT 1.50-1.95 m0,0,1N=1BH2_1.5-1.80BH2_1.8-1.95PP =225-255 kPa

SPT 3.00-3.45 m8,16,17 HBN=33BH2_3.0-3.45

SPT 4.50-4.95 m6,14,18 HBN=32BH2_4.5-4.95

SPT 6.00-6.13 m10 HBBH2_6.0-6.13

FILL: ASPHALT; 50 mm.

FILL: SAND; medium to coarse grained, brown, with somefine to coarse, subrounded gravel.

FILL: Clayey SAND; fine to medium grained, grey to brown,clay is of high plasticity, trace ceramics.

From 1.60 to 1.65 m, with some ash.

Sandy CLAY; medium plasticity, grey mottled red, sand is fineto medium grained.

SHALE; grey, inferred extremely low to very low strength,inferred extremely weathered.

From 5.5 m, inferred very low to low strength, inferreddistinctly weathered.

Continued as Cored Borehole

GW

NE

ROAD SURFACEFILL

RESIDUAL SOIL

WEATHERED ROCK

ROCK

CO

NS

IST

EN

CY

DE

NS

ITY

GR

AP

HIC

LOG

PE

NE

TR

AT

ION

RE

SIS

TA

NC

E

RE

CO

VE

RE

D

ME

TH

OD

Field Material DescriptionSamplingDrilling

WA

TE

R

RLDEPTH

DE

PT

H(m

etre

s)

US

CS

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION

SAMPLE ORFIELD TEST SOIL/ROCK MATERIAL DESCRIPTION



Refer to Figure 2

E22434


Project

Location

Position

Job No.

Client

East 333601.2 m


Contractor Terratest Pty Ltd

Drill Rig MCT-200

Inclination -90°


Sheet 1 OF 2

Date Started 6/3/15

EIA

LIB

1.0

3.G

LB

Log

IS

AU

BO

RE

HO

LE 3

E

2243

4.G

PJ

<<D

raw

ingF

ile>

> 1

6/03

/201

5 15

:45

8.3

0.00

4 D

atge

l La

b an

d In

Sit

u T

ool

- D

GD

| L

ib:

EIA

1.0

3 20

14-0

7-05

Prj:

EIA

1.0

3 20

14-0

7-05

STRUCTURE ANDADDITIONAL

OBSERVATIONS

0

2

4

6

8

10

12




NM

LC

6.50

6.80

11.00

6.50

6.80

100

100

XW-

DW

SW

FR

50(67)

77(76)

6.63-6.68: BPx2 0° PR S CN

6.84: JT 20° ST RF Fe SN6.90-7.02: BPx6 0 - 5° PR RF Fe SN avg sp = 5-30 mm7.03-7.06: JT 45° PR RF Fe SN7.06-7.09: JT 50° PR RF Fe SN7.19: BP 0° PR S CN7.23: JT 5 - 20° UN RF Fe SN7.24-7.32: JT 60° IR RF Fe SN7.27-7.30: JT 60° PR RF Fe SN7.34: BP 0° PR RF Fe SN7.34-7.35: JT 20° PR RF Fe SN7.36-7.40: JT 0 - 80° IR RF CN7.42-7.44: JT 30° PR RF CN7.50-7.57: BPx3 0 - 10° PR RF Fe SN avg sp = 20-30mm7.50-7.67: JT 60° PR RF Fe SN7.61-7.64: DB7.64-7.70: JT 60° PR RF CN7.75-7.77: JT 30° PR RF CN7.89: BP 0° PR RF CN7.98-8.00: CS 20 mm, f-m, wedged8.13: BP 5° PR RF CN8.21: BP 5° PR RF CN8.30-8.34: JTx2 30 - 40° PR RF CN8.76: BP 0° PR RF CN8.97: HB9.00: HB9.08: HB9.39: BPx2 0° PR RF CN9.43: JT 10° PR RF CN9.43-9.63: JT 80° closed9.53: BP 0° PR RF CN9.69-9.77: JT 60° closed9.78-9.81: JT 40° PR RF CN9.97-10.05: CS 70 mm, f-c, a10.33: BP 0° PR RF CN10.54-10.57: JT 35° PR RF CN10.78: BP 0° PR RF CN10.90: BP 0° PR RF CN

Continuation from non-cored borehole

SHALE; dark grey, returned as stiff to very stiff, highplasticity sandy clay.

SHALE; bedding dipping 0-5 degrees, <1 mm thick,dark grey.

Hole Terminated at 11.00 mTarget Depth Reached.Backfilled with drilling spoil and concrete capped.

80-9

0% R

ET

UR

N

DE

PT

H(m

etre

s)

0.03

0.1

0.3

1 3 10DEPTHRL

Drilling

ME

TH

OD

WA

TE

R

Defect Information

INFERREDSTRENGTH

Is(50) MPa

EL

VL

L M H VH

EH

Field Material Description

10 30 100

300

1000

3000

AVERAGEDEFECTSPACING

(mm)

TC

R

WE

AT

HE

RIN

G

RQ

D (

SC

R)

GR

AP

HIC

LOG DEFECT DESCRIPTION

& Additional ObservationsROCK / SOIL MATERIAL DESCRIPTION



Refer to Figure 2

E22434


Project

Location

Position

Job No.

Client

East 333601.2 m


Contractor Terratest Pty Ltd

Drill Rig MCT-200

Inclination -90°


Sheet 2 OF 2

Date Started 6/3/15

EIA

LIB

1.0

3.G

LB

Log

IS

AU

CO

RE

D B

OR

EH

OLE

3

E22

434

.GP

J <

<Dra

win

gFile

>>

16/

03/2

015

15:4

7 8

.30.

004

Dat

gel

Lab

and

In S

itu

Too

l -

DG

D |

Lib

: E

IA 1

.03

2014

-07-

05 P

rj: E

IA 1

.03

2014

-07-

05

0

2

4

6

8

10

12




REPORT OF BOREHOLE: BH2

Project: New Mixed-use Development East: 333601.2 m Depth Range: 6.50 m to 11.00 m

Location: 175 Cleveland Street, Redfern, NSW North: 6248686.7 m MGA94 Zone 56 Contractor: Terratest Pty Ltd

Position: Refer to Figure 2 Inclination: -90 Drill Rig: MCT-200

Job No. : E22434 Box: 1 of 1 LOGGED: SK DATE: 6/3/2015

Client: Platinum Restaurant Group Hole Depth: 11.00 m CHECKED:RP DATE: 16/3/2015

EI Form No.1 Rev.A October 2013

EXPLANATION OF NOTES, ABBREVIATIONS & TERMS USED ON BOREHOLE AND TEST PIT LOGS

DRILLING/EXCAVATION METHOD HA Hand Auger RD Rotary blade or drag bit

DTC Diatube Coring RT Rotary Tricone bit

NDD Non-destructive digging RAB Rotary Air Blast AS* Auger Screwing RC Reverse Circulation

AD* Auger Drilling PT Push Tube

*V V-Bit CT Cable Tool Rig

*T TC-Bit, e.g. ADT JET Jetting ADH Hollow Auger WB Washbore or Bailer

NQ Diamond Core - 47 mm

NMLC Diamond Core - 52 mm

HQ Diamond Core - 63 mm

HMLC Diamond Core - 63mm

BH Tractor Mounted Backhoe

EX Tracked Hydraulic Excavator

EE Existing Excavation

HAND Excavated by Hand Methods

PENETRATION/EXCAVATION RESISTANCE

L Low resistance. Rapid penetration/ excavation possible with little effort from equipment used.

M Medium resistance. Penetration/ excavation possible at an acceptable rate with moderate effort from equipment used.

H High resistance. Penetration/ excavation is possible but at a slow rate and requires significant effort from equipment used.

R Refusal/ Practical Refusal. No further progress possible without risk of damage or unacceptable wear to equipment used.

These assessments are subjective and are dependent on many factors, including equipment power and weight, condition of excavation or drilling tools and experience of the operator.

WATER

Water level at date shown Partial water loss

Water inflow Complete water loss

GROUNDWATER Observation of groundwater, whether present or not, was not possible due to drilling water, surface seepage NOT OBSERVED or cave-in of the borehole/ test pit.

GROUNDWATER Borehole/ test pit was dry soon after excavation. However, groundwater could be present in less permeable NOT ENCOUNTERED strata. Inflow may have been observed had the borehole/ test pit been left open for a longer period.

SAMPLING AND TESTING

SPT Standard Penetration Test to AS1289.6.3.1-2004 4,7,11 N=18 4,7,11 = Blows per 150mm. N = Blows per 300mm penetration following 150mm seating 30/80mm Where practical refusal occurs, the blows and penetration for that interval are reported RW Penetration occurred under the rod weight only HW Penetration occurred under the hammer and rod weight only HB Hammer double bouncing on anvil

Sampling DS Disturbed Sample BDS Bulk disturbed Sample GS Gas Sample WS Water Sample U63 Thin walled tube sample - number indicates nominal sample diameter in millimetres

Testing FP Field Permeability test over section noted FVS Field Vane Shear test expressed as uncorrected shear strength (sv = peak value, sr = residual value) PID Photoionisation Detector reading in ppm PM Pressuremeter test over section noted PP Pocket Penetrometer test expressed as instrument reading in kPa WPT Water Pressure tests DCP Dynamic Cone Penetrometer test CPT Static Cone Penetration test CPTu Static Cone Penetration test with pore pressure (u) measurement

RANKING OF VISUALLY OBSERVABLE CONTAMINATION AND ODOUR (for specific soil contamination assessment j t )R = 0 No visible evidence of contamination R = A No non-natural odours identified

R = 1 Slight evidence of visible contamination R = B Slight non-natural odours identified

R = 2 Visible contamination R = C Moderate non-natural odours identified

R = 3 Significant visible contamination R = D Strong non-natural odours identified

ROCK CORE RECOVERY

TCR = Total Core Recovery (%) SCR = Solid Core Recovery (%) RQD = Rock Quality Designation (%)

MATERIAL BOUNDARIES

= inferred boundary - - - - - - - - = probable boundary ? ? ? ? ? = possible boundary

EI Form No.2 Rev.A October 2013

METHOD OF SOIL DESCRIPTION

USED ON BOREHOLE AND TEST PIT LOGS

FILL

ORGANIC SOILS (OL, OH or Pt)

CLAY (CL, CI or CH)

COUBLES or BOULDERS

SILT (ML or MH) SAND (SP or SW)

GRAVEL (GP or GW)

Combinations of these basic symbols may be used to indicate mixed materials such as sandy clay

CLASSIFICATION AND INFERRED STRATIGRAPHY Soil is broadly classified and described in Borehole and Test Pit Logs using the preferred method given in AS1726 – 1993, (Amdt1 – 1994 and Amdt2 – 1994), Appendix A. Material properties are assessed in the field by visual/tactile methods.

Moisture content of cohesive soils may also be described in relation to plastic limit (WP) or liquid limit (WL) [» much greater than, > greater than, < less than, « much less than].

PARTICLE SIZE CHARACTERISTICS USCS SYMBOLS

Major Division Sub Division Particle Size Major Divisions Symbol Description

CO

AR

SE

GR

AIN

ED

SO

ILS

M

ore

than

50%

by

dry

mas

s le

ss

than

63m

m is

gre

ater

than

0.0

75m

m

Mor

e th

an 5

0% o

f co

arse

gra

ins

are

>2.

mm

GW Well graded gravel and gravel-sand mixtures, little or no fines.

GP Poorly graded gravel and gravel-sand mixtures, little or no fines.

GM Silty gravel, gravel-sand-silt

mixtures.

GC Clayey gravel, gravel-sand-clay

mixtures.

Mor

e th

an 5

0%

of c

oars

e gr

ains

ar

e <

2 m

m SW

Well graded sand and gravelly sand, little or no fines.

SP Poorly graded sand and gravelly

sand, little or no fines. SM Silty sand, sand-silt mixtures.

SC Clayey sand, sandy-clay

mixtures.

FIN

E G

RA

INE

D S

OIL

S

Mor

e th

an 5

0% b

y dr

y m

ass

less

tha

n 63

mm

is le

ss t

han

0.07

5mm

Liqu

id L

imit

less

<

50%

ML Inorganic silts of low plasticity, very fine sands, rock flour, silty

or clayey fine sands.

CL Inorganic clays of low to medium plasticity, gravelly clays, sandy

clays, silty clays.

OL Organic silts and organic silty

clays of low plasticity.

Liqu

id

Lim

it >

th

an

50%

MH Inorganic silts of high plasticity. CH Inorganic clays of high plasticity.

OH Organic clays of medium to high

plasticity.

PT Peat muck and other highly

organic soils.

BOULDERS >200 mm

COBBLES 63 to 200 mm

GRAVEL

Coarse 20 to 63 mm

Medium 6 to 20 mm

Fine 2 to 6 mm

SAND

Coarse 0.6 to 2 mm

Medium 0.2 to 0.6 mm

Fine 0.075 to 0.2mm

SILT 0.002 to 0.075 mm

CLAY <0.002 mm

PLASTICITY PROPERTIES

MOISTURE CONDITION

Symbol Term Description

D Dry Sands and gravels are free flowing. Clays & Silts may be brittle or friable and powdery.

M Moist Soils are darker than in the dry condition & may feel cool. Sands and gravels tend to cohere.

W Wet Soils exude free water. Sands and gravels tend to cohere.

CONSISTENCY

DENSITY

Symbol Term Undrained Shear Strength Symbol Term Density Index % SPT “N” # VS Very Soft 0. to 12 kPa VL Very Loose < 15 0 to 4 S Soft 12 to 25 kPa L Loose 15 to 35 4 to 10 F Firm 25 to 50 kPa MD Medium Density 35 to 65 10 to 30 St Stiff 50 to 100 kPa D Dense 65 to 85 30 to 50

VSt Very Stiff 100 to 200 kPa VD Very Dense Above 85 Above 50 H Hard Above 200 kPa

In the absence of test results, consistency and density may be assessed from correlations with the observed behaviour of the material. # SPT correlations are not stated in AS1726 – 1993, and may be subject to corrections for overburden pressure and equipment type.

MINOR COMPONENTS

Term Assessment Guide Proportion by Mass

Trace Presence just detectable by feel or eye but soil properties little or no different to general properties of primary component

Coarse grained soils: ≤ 5% Fine grained soil: ≤15%

Some Presence easily detectable by feel or eye but soil properties little or no different to general properties of primary component

Coarse grained soils: 5 - 12% Fine grained soil: 15 - 30%

EI Form No.3 Rev.B November 2014

TERMS FOR ROCK MATERIAL STRENGTH AND WEATHERING

CLASSIFICATION AND INFERRED STRATIGRAPHY Soil is broadly classified and described in Borehole and Test Pit Logs using the preferred method given in AS1726 – 1993, (Amdt1 – 1994 and Amdt2 – 1994), Appendix A. Material properties are assessed in the field by visual/ tactile methods.

STRENGTH

Symbol Term

Point Load Index, Is(50)

(MPa) #

Field Guide

EL Extremely Low < 0.03 Easily remoulded by hand to a material with soil properties.

VL Very Low 0.03

to 0.1

Material crumbles under firm blows with sharp end of pick; can be peeled with knife; too hard to cut a triaxial sample by hand. Pieces up to 30 mm can be broken by finger pressure.

L Low 0.1

to 0.3

Easily scored with a knife; indentations 1 mm to 3 mm show in the specimen withfirm blows of pick point; has dull sound under hammer. A piece of core 150 mmlong by 50 mm diameter may be broken by hand. Sharp edges of core may befriable and break during handling.

M Medium 0.3 to 1 Readily scored with a knife; a piece of core 150 mm long by 50 mm diameter can be broken by hand with difficulty.

H High 1 to 3 A piece of core 150 mm long by 50 mm diameter cannot be broken by hand but can be broken with pick with a single firm blow; rock rings under hammer.

VH Very High 3 to 10 Hand specimen breaks with pick after more than one blow; rock rings under hammer.

EH Extremely High >10 Specimen requires many blows with geological pick to break through intact material; rock rings under hammer.

# Rock Strength Test Results Point Load Strength Index, Is(50), Axial test (MPa)

Point Load Strength Index, Is(50), Diametral test (MPa)

Relationship between rock strength test result (Is(50)) and unconfined compressive strength (UCS) will vary with rock type and strength, and should be determined on a site-specific basis. UCS is typically 10 to 30 x Is(50), but can be as low as 5 MPa.

ROCK MATERIAL WEATHERING

Symbol Term Field Guide

RS Residual Soil Soil developed on extremely weathered rock; the mass structure and substance fabric are no longer evident; there is a large change in volume but the soil has not been significantly transported.

EW Extremely Weathered Rock is weathered to such an extent that it has soil properties - i.e. it either disintegrates or can be remoulded, in water.

DW

HW

Distinctly Weathered

Rock strength usually changed by weathering. The rock may be highly discoloured, usually by iron staining. Porosity may be increased by leaching, or may be decreased due to deposition of weathering products in pores. In some environments it is convenient to subdivide into Highly Weathered and Moderately Weathered, with the degree of alteration typically less for MW.

MW

SW Slightly Weathered Rock slightly discoloured but shows little or no change of strength relative to fresh rock.

FR Fresh Rock shows no sign of decomposition or staining.

EI Form No.4 Rev.B November 2014

ABBREVIATIONS AND DESCRIPTIONS FOR ROCK MATERIAL AND DEFECTS

CLASSIFICATION AND INFERRED STRATIGRAPHY Rock is broadly classified and described in Borehole Logs using the preferred method given in AS1726 – 1993, (Amdt1 – 1994 and Amdt2 – 1994), Appendix A. Material properties are assessed in the field by visual/ tactile methods.

ROCK MATERIAL DESCRIPTION

Layering Structure

Term Description Term Spacing (mm)

Massive No layering apparent Thinly laminated <6 Laminated 6 – 20

Poorly Developed Layering just visible; little effect on properties

Very thinly bedded 20 – 60 Thinly bedded 60 – 200

Well Developed Layering (bedding, foliation, cleavage) distinct; rock breaks more easily parallel to layering

Medium bedded 200 – 600 Thickly bedded 600 – 2,000 Very thickly bedded > 2,000

ABBREVIATIONS AND DESCRIPTIONS FOR DEFECT TYPES

Defect Type Abbr. Description

Joint JT Surface of a fracture or parting, formed without displacement, across which the rock has little or no tensile strength. May be closed or filled by air, water or soil or rock substance, which acts as cement.

Bedding Parting BP Surface of fracture or parting, across which the rock has little or no tensile strength, parallel or sub-parallel to layering/ bedding. Bedding refers to the layering or stratification of a rock, indicating orientation during deposition, resulting in planar anisotropy in the rock material.

Foliation FL Repetitive planar structure parallel to the shear direction or perpendicular to the direction of higher pressure, especially in metamorphic rock, e.g. Schistosity (SH) and Gneissosity.

Contact CO The surface between two types or ages of rock.

Cleavage CL Cleavage planes appear as parallel, closely spaced and planar surfaces resulting from mechanical fracturing of rock through deformation or metamorphism, independent of bedding.

Sheared Seam/ Zone (Fault)

SS/SZ Seam or zone with roughly parallel almost planar boundaries of rock substance cut by closely spaced (often <50 mm) parallel and usually smooth or slickensided joints or cleavage planes.

Crushed Seam/ Zone (Fault)

CS/CZ Seam or zone composed of disoriented usually angular fragments of the host rock substance, with roughly parallel near-planar boundaries. The brecciated fragments may be of clay, silt, sand or gravel sizes or mixtures of these.

Decomposed Seam/ Zone

DS/DZ Seam of soil substance, often with gradational boundaries, formed by weathering of the rock material in places.

Infilled Seam IS Seam of soil substance, usually clay or clayey, with very distinct roughly parallel boundaries, formed by soil migrating into joint or open cavity.

Schistocity SH The foliation in schist or other coarse grained crystalline rock due to the parallel arrangement of platy or prismatic mineral grains, such as mica.

Vein VN Distinct sheet-like body of minerals crystallised within rock through typically open-space filling or crack-seal growth.

ABBREVIATIONS AND DESCRIPTIONS FOR DEFECT SHAPE AND ROUGHNESS

Shape Abbr. Description Roughness Abbr. Description

Planar Pl Consistent orientation Polished Pol Shiny smooth surface

Curved Cu Gradual change in orientation Slickensided SL Grooved or striated surface, usually polished

Undulating Un Wavy surface Smooth S Smooth to touch. Few or no surface irregularities

Stepped St One or more well defined steps Rough RF

Many small surface irregularities (amplitude generally <1mm). Feels like fine to coarse sandpaper

Irregular Ir Many sharp changes in orientation Very Rough VR Many large surface irregularities, amplitude generally

>1mm. Feels like very coarse sandpaper

Orientation: Vertical Boreholes – The dip (inclination from horizontal) of the defect. Inclined Boreholes – The inclination is measured as the acute angle to the core axis.

ABBREVIATIONS AND DESCRIPTIONS FOR DEFECT COATING DEFECT APERTURE

Coating Abbr. Description Aperture Abbr. Description

Clean CN No visible coating or infilling Closed CL Closed.

Stain SN No visible coating but surfaces are discoloured by staining, often limonite (orange-brown) Open O Without any infill material.

Veneer VNR A visible coating of soil or mineral substance, usually too thin to measure (< 1 mm); may be patchy Infilled - Soil or rock i.e. clay, talc,

pyrite, quartz, etc.







LABOR

ia al

APPEND

RATORY TEST C

IX B

CERTIFICATES

Client:

Moisture

Content

Condition:

Project: Report No:

Job No: Date Tested:

Test Procedure: AS4133 4.1

Sampling:

Sample

NumberBorehole ID Depth (m) Sample Description

Average Width

(mm)

Platen

Seperation

(mm)

Failure

Load

(kN)

Point Load

Index Is

(MPa)

Point Load

Index Is(50)

(MPa)

Notes

- 50.0 0.11 0.04 0.04

50.0 43.0 0.10 0.04 0.04

- 52.0 0.25 0.09 0.09

52.0 47.0 1.48 0.47 0.50

- 52.0 0.25 0.09 0.09

52.0 38.0 0.85 0.34 0.34

- 52.0 0.05 0.02 0.02

52.0 42.0 0.64 0.23 0.24

Authorised Signatory:

NATA Accredited Laboratory Number: 14874

Facility Name: Sydney Branch Site

Facility Location: 8/10 Bradford Street, Alexandria NSW 2015

Site No.: 22365

Comments:

POINT LOAD STRENGTH INDEX REPORT

Storage

History:

Preparation:

Core BoxesSuite 6.01, 55 Miller Street Pyrmont NSW 2009Address:

S2439-PLT

13/03/2015

As receivedEnvironmental Investigations

175 Cleveland Street, Redfern (E22434)

S15056

AS4133 4.1

Macquarie Geotechnical

3 Watt Drive

BATHURST NSW 2795

Rock strength tests - Determination of point load strength index

Date:

16/03/2015

Prepared in accordance with the test method

Chris Lloyd

Sampled by Client Date Sampled: Unknown

Test Type

Diametral

Axial

Diametral

Axial

Diametral

Axial

Diametral

AxialBH2S2442

Siltstone7.10-7.20S2440

S2439

Siltstone8.20-8.30

BH2

BH2

BH2S2441

Sandstone6.50-6.60

Siltstone9.30-9.40

The results of the tests, calibrations and/or measurements included in thisdocument are traceable to Australian/national standards. Accredited forcompliance with ISO/IEC 17025. This document shall not be reproduced,except in full.

Report Form: PL - ASM Issue 1 - Revision A - Issue Date 1/6/14 Page1of1

Client: Source:

Project: Report No:

Job No: Lab No:

Test Procedure: AS1289 2.1.1

AS1289 3.1.1

AS1289 3.1.2 Soil classification tests - Determination of the liquid limit if a soil - One point Casagrande method (subsidiary method)

AS1289 3.2.1

AS1289 3.3.1

AS1289 3.4.1

Sampling:

Liquid Limit (%): 31 Linear Shrinkage (%): 10.0

Plastic Limit (%): 16 Field Moisture Content (%): 17.6

Plastic Index: 15

Soil Preparation Method:

Soil History:



Sampled by Client


Sample

Description:

Facility Name: Sydney Branch Site Facility

Location: 8/10 Bradford St, Alexandria NSW 2015

Site No.: 22365

Chris Lloyd

Soil classification tests - Calculation of the plasticity Index of a soil

Oven Dried

Soil Condition:

Dry Sieved

Linear

3 Watt Drive

Bathurst NSW 2795


Date:

16/03/2015


Environmental Investigations BH1 1.50-1.95m

SOIL CLASSIFICATION REPORT

Preparation:

sandy CLAYSuite 6.01, 55 Miller Street Pyrmont NSW 2009Address:

Soil classification tests - Determination of the linear shrinkage of a soil - Standard method

S2437-PI

S2437

UnknownDate Sampled:

Soil classification tests - Determination of the plastic limit of a soil - Standard method

S15056

Soil moisture content tests (Oven drying method)

Soil classification tests - Determination of the liquid limit of a soil - Four point casagrande method

The results of the tests, calibrations and/or measurements includedin this document are traceable to Australian/national standards.Accredited for compliance with ISO/IEC 17025. This document shallnot be reproduced, except in full.

0

5

10

15

20

25

30

35

40

10 20 30 40 50 60 70 80

Pla

sti

cit

y I

nd

ex %

Liquid Limit %

Plasticity Chart for Classification of Fine-grained Soils

Clay

Silt

Inorganic Silts and

Clays

Report Form:SCR - AS Issue 1 - Revision B - Issue Date 1/7/14 Page1of1

Client: Source:

Project: Report No:

Job No: Lab No:

Test Procedure: AS1289 2.1.1

AS1289 3.1.1

AS1289 3.1.2 Soil classification tests - Determination of the liquid limit if a soil - One point Casagrande method (subsidiary method)

AS1289 3.2.1

AS1289 3.3.1

AS1289 3.4.1

Sampling:

Liquid Limit (%): 38 Linear Shrinkage (%): 8.5

Plastic Limit (%): 22 Field Moisture Content (%): 14.9

Plastic Index: 16

Soil Preparation Method:

Soil History:



Sampled by Client


Sample

Description:

Facility Name: Sydney Branch Site Facility

Location: 8/10 Bradford St, Alexandria NSW 2015

Site No.: 22365

Chris Lloyd

Soil classification tests - Calculation of the plasticity Index of a soil

Oven Dried

Soil Condition:

Dry Sieved

Linear

3 Watt Drive

Bathurst NSW 2795


Date:

16/03/2015


Environmental Investigations BH2 4.50-4.95m

SOIL CLASSIFICATION REPORT

Preparation:

sandy CLAYSuite 6.01, 55 Miller Street Pyrmont NSW 2009Address:

Soil classification tests - Determination of the linear shrinkage of a soil - Standard method

S2438-PI

S2438

UnknownDate Sampled:

Soil classification tests - Determination of the plastic limit of a soil - Standard method

S15056

Soil moisture content tests (Oven drying method)

Soil classification tests - Determination of the liquid limit of a soil - Four point casagrande method

The results of the tests, calibrations and/or measurements includedin this document are traceable to Australian/national standards.Accredited for compliance with ISO/IEC 17025. This document shallnot be reproduced, except in full.

0

5

10

15

20

25

30

35

40

10 20 30 40 50 60 70 80

Pla

sti

cit

y I

nd

ex %

Liquid Limit %

Plasticity Chart for Classification of Fine-grained Soils

Clay

Silt

Inorganic Silts and

Clays

Report Form:SCR - AS Issue 1 - Revision B - Issue Date 1/7/14 Page1of1

CERTIFICATE OF ANALYSIS 124935

Client:

Macquarie Geotech

3 Watt Dr

Bathurst

NSW 2795

Attention: Chris Lloyd

Sample log in details:

Your Reference: S15056, Refern

No. of samples: 2 soils

Date samples received / completed instructions received 11/03/15 / 11/03/15

Analysis Details:

Please refer to the following pages for results, methodology summary and quality control data.

Samples were analysed as received from the client. Results relate specifically to the samples as received.

Results are reported on a dry weight basis for solids and on an as received basis for other matrices.

Please refer to the last page of this report for any comments relating to the results.

Report Details:

Date results requested by: / Issue Date: 18/03/15 / 13/03/15

Date of Preliminary Report: Not Issued

NATA accreditation number 2901. This document shall not be reproduced except in full.

Accredited for compliance with ISO/IEC 17025. Tests not covered by NATA are denoted with *.

Results Approved By:

Page 1 of 6Envirolab Reference: 124935

Revision No: R 00

Client Reference: S15056, Refern

Misc Inorg - Soil

Our Reference: UNITS 124935-1 124935-2

Your Reference ------------- S2437 S2438

Depth ------------ 1.5-1.95 4.5-4.95

Type of sample

Sample ID

Soil

BH3

Soil

BH2

Date prepared - 12/03/2015 12/03/2015

Date analysed - 12/03/2015 12/03/2015

pH 1:5 soil:water pH Units 6.4 5.3

Chloride, Cl 1:5 soil:water mg/kg 20 <10

Sulphate, SO4 1:5 soil:water mg/kg 240 82

Resistivity in soil* ohm m 150 34


Revision No: R 00


Method ID Methodology Summary

Inorg-001 pH - Measured using pH meter and electrode in accordance with APHA latest edition, 4500-H+. Please note

that the results for water analyses are indicative only, as analysis outside of the APHA storage times.

Inorg-081 Anions - a range of Anions are determined by Ion Chromatography, in accordance with APHA latest edition,

4110-B.

Inorg-002 Conductivity and Salinity - measured using a conductivity cell at 25oC in accordance with APHA 22nd ED 2510

and Rayment & Lyons. Resistivity is calculated from Conductivity.


Revision No: R 00


QUALITY CONTROL UNITS PQL METHOD Blank Duplicate

Sm#

Duplicate results Spike Sm# Spike %

Recovery

Misc Inorg - Soil Base ll Duplicate ll %RPD

Date prepared - 12/03/2

015

124935-1 12/03/2015 || 12/03/2015 LCS-1 12/03/2015

Date analysed - 12/03/2

015

124935-1 12/03/2015 || 12/03/2015 LCS-1 12/03/2015

pH 1:5 soil:water pH Units Inorg-001 [NT] 124935-1 6.4 || 6.4 || RPD: 0 LCS-1 102%

Chloride, Cl 1:5

soil:water

mg/kg 10 Inorg-081 <10 124935-1 20 || 20 || RPD: 0 LCS-1 103%

Sulphate, SO4 1:5

soil:water

mg/kg 10 Inorg-081 <10 124935-1 240 || 260 || RPD: 8 LCS-1 115%

Resistivity in soil* ohm m 1 Inorg-002 <1.0 124935-1 150 || 160 || RPD: 6 [NR] [NR]


Revision No: R 00


Report Comments:

Asbestos ID was analysed by Approved Identifier: Not applicable for this job

Asbestos ID was authorised by Approved Signatory: Not applicable for this job

INS: Insufficient sample for this test PQL: Practical Quantitation Limit NT: Not tested

NA: Test not required RPD: Relative Percent Difference NA: Test not required

<: Less than >: Greater than LCS: Laboratory Control Sample


Revision No: R 00


Quality Control Definitions

Blank: This is the component of the analytical signal which is not derived from the sample but from reagents,

glassware etc, can be determined by processing solvents and reagents in exactly the same manner as for samples.

Duplicate : This is the complete duplicate analysis of a sample from the process batch. If possible, the sample

selected should be one where the analyte concentration is easily measurable.

Matrix Spike : A portion of the sample is spiked with a known concentration of target analyte. The purpose of the matrix

spike is to monitor the performance of the analytical method used and to determine whether matrix interferences exist.

LCS (Laboratory Control Sample) : This comprises either a standard reference material or a control matrix (such as a blank

sand or water) fortified with analytes representative of the analyte class. It is simply a check sample.

Surrogate Spike: Surrogates are known additions to each sample, blank, matrix spike and LCS in a batch, of compounds

which are similar to the analyte of interest, however are not expected to be found in real samples.

Laboratory Acceptance Criteria

Duplicate sample and matrix spike recoveries may not be reported on smaller jobs, however, were analysed at a frequency

to meet or exceed NEPM requirements. All samples are tested in batches of 20. The duplicate sample RPD and matrix

spike recoveries for the batch were within the laboratory acceptance criteria.

Filters, swabs, wipes, tubes and badges will not have duplicate data as the whole sample is

generally extracted during sample extraction.

Spikes for Physical and Aggregate Tests are not applicable.

For VOCs in water samples, three vials are required for duplicate or spike analysis.

Duplicates: <5xPQL - any RPD is acceptable; >5xPQL - 0-50% RPD is acceptable.

Matrix Spikes, LCS and Surrogate recoveries: Generally 70-130% for inorganics/metals; 60-140%

for organics and 10-140% for SVOC and speciated phenols is acceptable.

In circumstances where no duplicate and/or sample spike has been reported at 1 in 10 and/or

1 in 20 samples respectively, the sample volume submitted was insufficient in order to satisfy

laboratory QA/QC protocols.

When samples are received where certain analytes are outside of recommended technical

holding times (THTs), the analysis has proceeded. Where analytes are on the verge

of breaching THTs, every effort will be made to analyse within the THT

or as soon as practicable.


Revision No: R 00







IMP

ia al

APPEND

PORTANT INFO

IX C

ORMATION

Important Information

SCOPE OF SERVICES

The geotechnical report (“the report”) has been prepared in accordance with the scope of services as set out in the con-tract, or as otherwise agreed, between the Client and Envi-ronmental Investigations (“EI”). The scope of work may have been limited by a range of factors such as time, budget, access and/or site disturbance constraints.

RELIANCE ON DATA

EI has relied on data provided by the Client and other individ-uals and organizations, to prepare the report. Such data may include surveys, analyses, designs, maps and plans. EI has not verified the accuracy or completeness of the data except as stated in the report. To the extent that the statements, opin-ions, facts, information, conclusions and/or recommendations (“conclusions”) are based in whole or part on the data, EI will not be liable in relation to incorrect conclusions should any data, information or condition be incorrect or have been con-cealed, withheld, misrepresented or otherwise not fully dis-closed to EI.

GEOTECHNICAL ENGINEERING

Geotechnical engineering is based extensively on judgment and opinion. It is far less exact than other engineering disci-plines. Geotechnical engineering reports are prepared for a specific client, for a specific project and to meet specific needs, and may not be adequate for other clients or other pur-poses (e.g. a report prepared for a consulting civil engineer may not be adequate for a construction contractor). The report should not be used for other than its intended purpose without seeking additional geotechnical advice. Also, unless further geotechnical advice is obtained, the report cannot be used where the nature and/or details of the proposed development are changed.

LIMITATIONS OF SITE INVESTIGATION

The investigation programme undertaken is a professional estimate of the scope of investigation required to provide a general profile of subsurface conditions. The data derived from the site investigation programme and subsequent labora-tory testing are extrapolated across the site to form an inferred geological model, and an engineering opinion is rendered about overall subsurface conditions and their likely behaviour with regard to the proposed development. Despite investiga-tion, the actual conditions at the site might differ from those inferred to exist, since no subsurface exploration program, no matter how comprehensive, can reveal all subsurface details and anomalies.

The engineering logs are the subjective interpretation of sub-surface conditions at a particular location and time, made by trained personnel. The actual interface between materials may be more gradual or abrupt than a report indicates.

SUBSURFACE CONDITIONS ARE TIME DEPENDENT

Subsurface conditions can be modified by changing natural forces or man-made influences. The report is based on condi-tions that existed at the time of subsurface exploration. Con-struction operations adjacent to the site, and natural events such as floods, or ground water fluctuations, may also affect subsurface conditions, and thus the continuing adequacy of a geotechnical report. EI should be kept appraised of any such events, and should be consulted to determine if any additional tests are necessary.

VERIFICATION OF SITE CONDITIONS

Where ground conditions encountered at the site differ signif-icantly from those anticipated in the report, either due to natu-ral variability of subsurface conditions or construction activi-ties, it is a condition of the report that EI be notified of any variations and be provided with an opportunity to review the recommendations of this report. Recognition of change of soil and rock conditions requires experience and it is recom-mended that a suitably experienced geotechnical engineer be engaged to visit the site with sufficient frequency to detect if conditions have changed significantly.

REPRODUCTION OF REPORTS

This report is the subject of copyright and shall not be repro-duced either totally or in part without the express permission of this Company. Where information from the accompanying report is to be included in contract documents or engineering specification for the project, the entire report should be in-cluded in order to minimize the likelihood of misinterpreta-tion from logs.

REPORT FOR BENEFIT OF CLIENT

The report has been prepared for the benefit of the Client and no other party. EI assumes no responsibility and will not be liable to any other person or organisation for or in relation to any matter dealt with or conclusions expressed in the report, or for any loss or damage suffered by any other person or or-ganisation arising from matters dealt with or conclusions ex-pressed in the report (including without limitation matters arising from any negligent act or omission of EI or for any loss or damage suffered by any other party relying upon the matters dealt with or conclusions expressed in the report). Other parties should not rely upon the report or the accuracy or completeness of any conclusions and should make their own inquiries and obtain independent advice in relation to such matters.

OTHER LIMITATIONS

EI will not be liable to update or revise the report to take into account any events or emergent circumstances or fact occur-ring or becoming apparent after the date of the report.

Rev.6, November 2013

Documents

Preliminarry Geotechnical Investigation Report